Laserfiche WebLink
CLIENT: <br /> NASH�ASSOCIA'I'ES W I ND AND SE I SM I G DES I GN DATA PR03ECT: <br /> ;�Ez c:t1 t�r r,c�r s PER 2012 I SG DATE: <br /> NAME: <br /> WIND DESIGN GRITERIA <br /> DESIGN PER ASGE "I-10 <br /> I. NOMINALNLTIMATE WIND SPEED V/asd /Vult �5/I10 mph <br /> 2. RISK GATEGORY II I.00 <br /> 3. WIND EXPOSURE GATEGORY "B" <br /> 4. INTERNAL PRESSURE GOEFFIGENT +/-SS <br /> 5. GOMPONENTS AND GLADDING <br /> DESIGN PRESSURE +/- I6 psf <br /> BUILDINGS, STRIIGTURES, AND PARTS THEREOF SHALL BE DESIGNED AND <br /> GONSTRIJGTED IN AGGORDANGE WITH STRENGTH DESIGN, LOAD, AND RESISTANGE <br /> FAGrOR DESIGN, ALLOWABLE STRE55 DESIGN, EMPIRIGAL DESIGN OR GONVENTIONAL <br /> GONSTRllGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL GHAPTER, SEGTION 1604.1 <br /> BIJILDINGS, STRllGTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS <br /> AS DEFINED IN SEGTION 1609 AND ASGE �-10 <br /> SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASGE �f-10, SEGTION 27.5 <br /> (BUILDING HEIGHT IS LE55 THAN I60 FEET) <br /> I10 h1PH ULTIMATE WIND SPEED <br /> USE IQ.6 PSF PER TABLE 2"I.6.1 "EXPOSURE B" <br /> WOOD DESIGN PER SEGTIONS 2304-2306. STRUGIURES USING WOOD SHEAR WALLS <br /> AND DIAPHRAGMS TO RESIST WIND,SEISMIG,AND ALL OTHER LATERAL LOADS SHALL <br /> BE DESIGNED AND GONSTRUGTED IN AGGORDANGE WITH AF 3 PA SDPWS AND PROVISIONS <br /> OF 51=GTIONS 2305-2306 <br /> SEISMIG DESIGN DATA <br /> DESIGN PER ASGE "I-10/SEGTION 1613 <br /> I. SEISMIG IMPORTANGE FAGTOR le I.00 <br /> 2. SHORT PERIOD AGGELERATION Ss I.66 "see footnote at bottom of page <br /> 3. I SEGOND AGGELEfZATION 5� 0.740 "see footnote at bottom of page <br /> 4. SITE GLASS D (default class per IBG) <br /> 5. SPE=GTRAL RESPONSE GOEFFIGENT 50, 0.472 •see footnote at bottom of page <br /> 6. SPEGTRAL RESPONSE GOEFFIGENT 50, O.�l40 •see footnote at bottom of page <br /> 7. SEISMIG DESIGN GATEGORY D <br /> 0. SEISMIG FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS <br /> 9. DESIGN BASE SHEAR (see selsmlc calculatlons) <br /> 10. SEISMIG RESPONSE GOEFFIGENT GS 0.13 <br /> II. RESPONSE MODIFIGATION FAGTOR R 6.5 <br /> I 12. A�lALY515 PROGEDURE EQUIVALENT LATERAL FORGE <br /> 13. RI51G GATEGORY II <br /> THE ANGHORAGE OF WALLS SUPPORTING GONSTRUGTION SHALL BE BE <br /> DESIGNED IN AGGORDANGE WITH ASGE "I-10, SEGTION 12.11.2 <br /> IN STRUGTUR�S ASSIGNED TO SEISMIG DESIGN GATEGORY G-F, GOLLEGTOR ELEMENTS <br /> ' AND THEIR GONNEGTIONS TO VERTIGAL ELEMENTS SHALL BE DESIGNED TO RESIST <br /> � MAXIMUM EFFEGTS AS SPEUFIED IN ASGE 7-10, SEGTION 12.10.2.1 <br /> BASE SHEAR V= (F S�/W w <br /> ANGHOR BOLTS: 5/0" DIA X 10", A307 OR BETTER W/ �!" MIN. EMBEDMENT. V= 1104#/SOLT � <br /> � " PER USGS, THE MAXIMUM 5� IN THE STATE OF WASHINGTON IS 0.�40. ALL SEISMIG DESIGN VALUES USED <br /> IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 5i IS LESS THAN O."I5, THEN USE SEISMIG GATEGORY <br /> ' D IF RISK GATEGORY IS I, II, OR III <br /> 11644 N.E. BOth St. Kirkland, WA 98033 (425} 828-4117 Fax (425) 822-1918 <br /> WWW.NASH—ARCHITECTS.COM <br /> � � <br /> I <br />